第四章 電算四

第4章電算4.1PMCAD部分：模型的建立地震信息設(shè)計(jì)地震分組為一組，設(shè)防烈度為7度（0.10g），場地類別為二類，框架的抗震等級為三級。風(fēng)荷載信息修正后的風(fēng)壓基本值0.3KN/m2,地面粗糙度類別為B類，體型系數(shù)為1.3次梁的輸入和板厚的修改荷載的輸入4.2SATWE計(jì)算部分:總信息..............................................1結(jié)構(gòu)材料信息:鋼砼結(jié)構(gòu)混凝土容重(kN/m3):Gc=25.00鋼材容重(kN/m3):Gs=78.00水平力的夾角(Rad):ARF=0.00地下室層數(shù):MBASE=0豎向荷載計(jì)算信息:按模擬施工加荷計(jì)算方式風(fēng)荷載計(jì)算信息:計(jì)算X,Y兩個方向的風(fēng)荷載地震力計(jì)算信息:計(jì)算X,Y兩個方向的地震力特殊荷載計(jì)算信息:不計(jì)算結(jié)構(gòu)類別:框架結(jié)構(gòu)2風(fēng)荷載信息..........................................修正后的基本風(fēng)壓(kN/m2):WO=0.30地面粗糙程度:C類結(jié)構(gòu)基本周期（秒）:T1=0.39體形變化分段數(shù):MPART=1各段最高層號:NSTi=6各段體形系數(shù):USi=1.303地震信息............................................振型組合方法:CQC計(jì)算振型數(shù):NMODE=15地震烈度:NAF=7.00場地土類別:KD=2設(shè)計(jì)地震分區(qū):一組框架的抗震等級:NF=3剪力墻的抗震等級:NW=3活荷質(zhì)量折減系數(shù):RMC=0.50周期折減系數(shù):TC=1.00結(jié)構(gòu)的阻尼比(%):DAMP=5.004活荷載信息..........................................考慮活荷不利布置的層數(shù)從第1到6層柱、墻活荷載是否折減折算傳到基礎(chǔ)的活荷載是否折減折算------------柱，墻，基礎(chǔ)活荷載折減系數(shù)-------------計(jì)算截面以上的層號---------------折減系數(shù)11.002---30.854---50.706---80.659---200.60>200.555調(diào)整信息........................................中梁剛度增大系數(shù)：BK=1.00梁端彎矩調(diào)幅系數(shù)：BT=0.85梁跨中彎矩增大系數(shù)：BM=1.20連梁剛度折減系數(shù)：BLZ=0.70梁扭矩折減系數(shù)：TB=0.40全樓地震力放大系數(shù)：RSF=1.000.2Qo調(diào)整起始層號：KQ1=00.2Qo調(diào)整終止層號：KQ2=0頂塔樓內(nèi)力放大起算層號：NTL=0頂塔樓內(nèi)力放大：RTL=1.00九度結(jié)構(gòu)及一級框架梁柱超配筋系數(shù)CPCOEF91=1.15是否按抗震規(guī)范5.2.5調(diào)整樓層地震力IAUTO525=1是否調(diào)整與框支柱相連的梁內(nèi)力IREGU_KZZB=0剪力墻加強(qiáng)區(qū)起算層號LEV_JLQJQ=1強(qiáng)制指定的薄弱層個數(shù)NWEAK=06配筋信息........................................梁主筋強(qiáng)度(N/mm2):IB=300柱主筋強(qiáng)度(N/mm2):IC=300墻主筋強(qiáng)度(N/mm2):IW=210梁箍筋強(qiáng)度(N/mm2):JB=210柱箍筋強(qiáng)度(N/mm2):JC=210墻分布筋強(qiáng)度(N/mm2):JWH=210梁箍筋最大間距(mm):SB=100.00柱箍筋最大間距(mm):SC=100.00墻水平分布筋最大間距(mm):SWH=200.00墻豎向筋分布最小配筋率(%):RWV=0.307設(shè)計(jì)信息........................................結(jié)構(gòu)重要性系數(shù):RWO=1.00柱計(jì)算長度計(jì)算原則:無側(cè)移梁柱重疊部分簡化:不作為剛域是否考慮P-Delt效應(yīng)：否柱配筋計(jì)算原則:按單偏壓計(jì)算鋼構(gòu)件截面凈毛面積比:RN=0.85梁保護(hù)層厚度(mm):BCB=35.00柱保護(hù)層厚度(mm):ACA=35.008荷載組合信息........................................恒載分項(xiàng)系數(shù):CDEAD=1.20活載分項(xiàng)系數(shù):CLIVE=1.40風(fēng)荷載分項(xiàng)系數(shù):CWIND=1.40水平地震力分項(xiàng)系數(shù):CEA_H=1.30豎向地震力分項(xiàng)系數(shù):CEA_V=0.50特殊荷載分項(xiàng)系數(shù):CSPY=0.00活荷載的組合系數(shù):CD_L=0.70風(fēng)荷載的組合系數(shù):CD_W=0.60活荷載的重力荷載代表值系數(shù):CEA_L=0.504.2.2各層的質(zhì)量、質(zhì)心坐標(biāo)信息層號塔號質(zhì)心X質(zhì)心Y質(zhì)心Z恒載質(zhì)量活載質(zhì)量(m)(m)(t)(t)6125.22415.10818.000751.077.35125.18315.10815.000764.880.14125.18315.10812.000764.880.13125.18315.1089.000764.880.12125.18315.1086.000764.880.11125.18315.1083.000764.880.1活載產(chǎn)生的總質(zhì)量(t):477.947恒載產(chǎn)生的總質(zhì)量(t):4575.043結(jié)構(gòu)的總質(zhì)量(t):5052.990恒載產(chǎn)生的總質(zhì)量包括結(jié)構(gòu)自重和外加恒載結(jié)構(gòu)的總質(zhì)量包括恒載產(chǎn)生的質(zhì)量和活載產(chǎn)生的質(zhì)量活載產(chǎn)生的總質(zhì)量和結(jié)構(gòu)的總質(zhì)量是活載折減后的結(jié)果(1t=1000kg)4.2.3各層剛心、偏心率、相鄰層側(cè)移剛度比等計(jì)算信息FloorNo:層號TowerNo:塔號Xstif，Ystif:剛心的X，Y坐標(biāo)值A(chǔ)lf:層剛性主軸的方向Xmasss，Ymasss:質(zhì)心的X，Y坐標(biāo)值Gmasss:總質(zhì)量Eex，EEey::X，Y方向的偏偏心率Ratx，Ratyy::X，Y方向本層層塔側(cè)移剛剛度與下一一層相應(yīng)塔塔側(cè)移剛度度的比值Ratx11，Ratyy1:X，Y方向本層層塔側(cè)移剛剛度與上一一層相應(yīng)塔塔側(cè)移剛度度70%的比值或上三層層平均側(cè)移移剛度80%的比值中中之較小者者RJX，RRJY，RJZ::結(jié)構(gòu)總體體坐標(biāo)系中中塔的側(cè)移移剛度和扭扭轉(zhuǎn)剛度========================================================================================FloorNNo.1TTowerrNo..11Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=1..00000Ratyy=11.00000Ratx11=2..03811Ratyy1=22.33669薄弱層地地震剪力放放大系數(shù)=1..00RJX=1..24577E+066(kN//m)RJY=99.69229E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..22TowwerNNo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=0..63133Ratyy=00.56449Ratx11=1..28400Ratyy1=11.32880薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..86388E+055(kN//m)RJY=55.47554E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.3ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=0..94933Ratyy=00.91226Ratx11=1..20066Ratyy1=11.18887薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..46499E+055(kN//m)RJY=44.99667E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorrNo..44TowwerNNo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)YYmasss=15..10822(m)Gmaass=9225.05590(tt)Eex=0..00088EEey=0..03366Ratx=1..01688Ratyy=11.01770Ratx11=1..20933Ratyy1=11.19226薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..59077E+055(kN//m)RJY=55.08117E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.5ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..18311(m)Ymasss=155.10882(m))Gmaass=9225.05590(tt)Eex=0..00088Eey=00.03336Ratx=1..04211Ratyy=11.05993Ratx11=1..26544Ratyy1=11.27000薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..91055E+055(kN//m)RJY=55.38331E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))---------------------------------------------------------------------------------------------FloorNo.6ToweerNoo.1Xstiff=25..17000(m)Ystiif=155.65772(m))Alff=445.00000(DDegreee)Xmasss=25..22422(m)Ymasss=155.10882(m))Gmaass=9005.64431(tt)Eex=0..00333Eey=00.03336Ratx=0..98788Ratyy=00.98442Ratx11=1..25000Ratyy1=11.25000薄弱層地地震剪力放放大系數(shù)=1..00RJX=7..81422E+055(kN//m)RJY=55.29882E+005(kNN/m)RJZZ=0.00000E++00(kkN/m))------------------------------------------------------------------------------------------------------------------------------------------------------4.2.４周期、地地震力與振振型(側(cè)剛分析析方法)1考慮扭轉(zhuǎn)耦聯(lián)時(shí)時(shí)的振動周周期(秒)、X,Y方向的平平動系數(shù)、扭扭轉(zhuǎn)系數(shù)振型號周期轉(zhuǎn)角平動系數(shù)數(shù)(X++Y)扭扭轉(zhuǎn)系數(shù)1100.9966289.8891.000(0.000+1.000)0.0002200.97556157..240.001(0.000+0.000)0.9993300.824450.0111.000(11.00++0.000)0.0004400.3099289.7731.000(0.000+1.000)0.0005500.30661144..390.001(0.011+0.000)0.9996600.263300.0110.999(00.99++0.000)0.0117700.1666535.3390.002(0.011+0.001)0.9988800.1655490.5510.999(0.000+0.999)0.0019900.146680.0220.999(00.99++0.000)0.01110000.108817.4330.033(00.02++0.000)0.97711100.1055790.2231.000(0.000+1.000)0.00012200.098820.0550.988(00.98++0.000)0.02213300.079912.9330.055(00.05++0.000)0.95514400.0766490.2291.000(0.000+1.000)0.00015500.073360.1440.955(00.95++0.000)0.055地震作用最大的的方向=899.9911(度)2僅考慮X向向地震作用用時(shí)的地震震力Floor::層號Tower::塔號Fx:X向地震作作用下結(jié)構(gòu)構(gòu)的地震反反應(yīng)力Vx:XX向地震作作用下結(jié)構(gòu)構(gòu)的樓層剪剪力Mx:XX向地震作作用下結(jié)構(gòu)構(gòu)的彎矩StatticFFx:靜力法X向的地震震力Qox:XX向的基底底剪力Mox:XX向的地震震傾覆彎矩矩Qox//Ge:XX向剪重比比FloorrTowwerFxxVVx(剪重比)MxSttaticcFx(kkN)((kN)(kN--m)((kN)6615066.795006.799(6..12%))15520.3366044.095514111.898558.088(5..13%))40043.4454211.784413855.3111116.331(44.43%%)72257.4413377.423313899.3013325.115(33.94%%)100995..032533.072213677.7914498.003(33.56%%)155163..551688.711112711.7116602.003(33.17%%)199641..9084..36抗震規(guī)范(5..2.5))條要求的X向樓層最最小剪重比比=1.660%X方向的有效質(zhì)量量系數(shù):99..70%3僅考慮Y向向地震時(shí)的的地震力FloorTTowerrFyVVy(剪重比)MySttaticcFy(kkN)(kN)(kN-mm)(kkN)6614744.404774.400(5..73%))11423..215223.1445513699.137660.200(4..54%))33636..913551.2224413566.139554.977(3..79%))66333..002880.9773313777.7311118.005(33.32%%)3389.550210..732213655.1012268.991(33.02%%)1127922.411440.4991112722.0813367.227(22.71%%)1164966.84700.24抗震規(guī)范(5..2.5))條要求的Y向樓層最最小剪重比比=1.660%Y方向的有效質(zhì)量量系數(shù):99..62%4.2.4位移輸輸出文件1.X方向地地震力作用用下的樓層層最大位移移FloorTTowerrJmmaxMax--(X)Ave--(X)Raatio--(X)hJmaaxDMax--DxAve--DxRRatioo-DxMMax-DDx/h61760088.3088.171..0233000..7600..660..651.0021/45544.5116157..647..521.00230000.6151..101..081.0021/27720.4114706..536..441.00130000.4701..491..471.0021/20007.31325555.0444.971..0133000..3251..801..781.0021/16664.21180033.2333.191..0133000..1801..931..901.0011/15552.111351..301..291.00130000.351..301..291.0011/23305.X方向最大值層間間位移角:1/155522Y方向地震力作用用下的樓層層最大位移移FloorToweerJmaaxMaax-(YY)Avve-(YY)Rattio-((Y)hJmaaxDMaax-DyyAvve-DyyRattio-DDyMaxx-Dy//h618995110.188110.15511.0030000.89950.9000.90011.001//33388.5175509.2889.26611.0030000.75501.4221.41111.001//21188.4160057.8777.84411.0030000.60051.8881.88811.001//15922.3146605.9885.97711.0030000.46602.2442.24411.001//13377.2131153.7443.73311.0030000.31152.3222.32211.001//12911.1117701.4111.4111.00030000.17701.4111.41111.001//21211.Y方向最大值層間間位移角:1/11291..3.X方向風(fēng)風(fēng)荷載作用用下的樓層層最大位移移FloorToweerJmaax